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GENERAL NOTES CONTINUED
DIVISION 03A - PRECAST CONCRETE W ITH CAST-IN-PLACE TOPPING
3A.1 DESIGN
THE PRECAST CONCRETE MANUFACTURER (PCC MFR) AN� PRECAST ENGINEER OF RECORD (PCER) SHALL BE
RESPONSIBLE FOR THE PRECAST MEMBERS, COMPONENTS, CONNECTIONS, ASSEMBLIES, AND FRAMES FOR ALL DEAD
LOADS, LIVE LOADS, W IND, EARTHQUAKE AND VOLUME CHANGE LOADS DURWG THE LIFE OF THE STRUCTURE.
PRECAST MANUFACTURER IS AL50 RESPONSIBLE FOR OESIGN OF THE CONNECTIONS TO RELATED CAST-IN-PLACE
CONCRETE REQUIRED FOR COMPOSITE CONNECTIONS, TOPPINGS, SLAB IN-FILLS, DRV-PACKS, GROUTING, ETC.
HOWEVER, THE PCER IS NOT RESPONSIBLE FOR THE STRUCTURAL DESIGN OF THE FOUNDATIONS AND OTHER
ADJACENT CAST-IN-PLACE CONCRETE WORK AS SHOWN IN ACCOROANCE WITH ACI318, PCI MNL120, AND PCI
MNL-116. REFERTOSPEGFICATIONSSECTION034100PRECASTCONCRETEFORDESIGNREQUIREMENTSFOR
PRECAST MEMBERS AND ALL OTHER INFORMATION NOT SPECIFIED HEREIN.
k/_piH�l�[N:i�l�
MAXW/C AVGAIR
DESCRIPTION FC fP51) RATIO ENTRAMED
COLUMNS 5000 CNA 0.40 6-U2%
BEAMS 5000 CNA 0.40 64/2 0
LIGHT WALLS & SHEAR WALLS SOOO CNA 040 6-V2%
DOUBLETEES(RELDTOPPE�) SOOOCNA 0.40 6-U2%
CAST-IN-PLACE TOPPING,
WASHES, POUR STRIPS REFER TO SECTION 32
WALLS 5000 CNA 0.40 6-U2%
STAIRS 5000 CNA 0.40 64/2 0
NOTES:
(1) ST�: DESIGNATES A CONCRETE MIX DESIGN IN ACCOROANCE WITH SPECIFICATION SECTION 034100 WHICH
DOES NOT RE�UIRE SILICA FUME, GGBS/RV ASH, OR CALCIUM NITRITE ADMIXTURE
(2) CNA'.DESIGNATESACONCRETEMIXDESIGNINACCORDANCEWITHSPECIRCATIONSECTION034100WHICH
CONTAINS 2 5 GAL/CV CALCIUM NITRITE CORROSION-INHIBITING ADMIXTURE.
(3) SPA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 034100 WHICH
CONTAINS 15 % MINIMUM OF GGBS BY WEIGHT OF CEMENT.
(4) MAXIMUM WATER SOLUBLE CHLORIDE ION CONTENT FROM ALL CONCRETE CONSTITUENTS SHALL NOT EXCEED
0.06 PERCENT OF W EIGHT OF CEMENT FOR ALL PRESTRESSED CONCRETE ELEMENTS, 0.15 PERCENT OF
WEIGHT OF CONCRETE FOR CAST-IN-PLACE TOPPINGNJASHESIPOUR STRIPS AND 0.30 FOR ALL OTHER
CONCRETE ELEMENTS.
(5) TOLERANCE ON TOTAL AIR CONTENT IS 1412 % PER ACI 318.
3A.3 GEMENT
A. AS SPEqFlED UNDER CAST-IN-PLACE CONCRETE.
3A.4 AGGREGATES
A. AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE.
3A.5 MILD REINFORCEMENT
A. AS SPEQFIED UNDER CAST-IN-PLACE CONCRETE.
B. THE MINIMUM CONCRETE PROTECTION SHALL BE PER ACI 37$ EXCEPT AS NOTED ON DRAWINGS AND
SPECIFIED HEREIN. SPECIFIC PLANS, SECTIONS, AND DETAILS MAV OR MAV NOT INDICATE EPDXV COATING. IN
AREAS OF DISPUTE, THIS SCHEDULE SHALL GOVERN IN ALL CASES.
DESCRIPTION COVER PROTECTION
COLUMNS 2" EPDXV COATED TIES ONLV
BEAMS 1 VT' EPDXV COATED TIES ONLY
GRADE WALLS 2" UNCOATED
LIGHT WALLS 1 il2" EPDXV COATED TIES ONLV
�OUBLETEES i VT' UNCOATED
WALLS 11/2" UNCOATED
STAIRS 3/4" UNCOATED
NOTE: PRESTRESSING TENDONS END COVER SHALL ALSO BE AS SPEGFIED HEREIN UNDER "COVER".
3A.6 PRESTRESSING TENDONS
A. SEVEN-WIRE,LOW-RELAXATIONTYPESTRAND(LRS)ASTMA416,2�0KSI.
�ra�
A. AS SPEQFIED UN�ER CAST-IN-PLACE CONCRETE ANO HEREIN.
B. COIL RODS SHALL BE HIGH STRENGTH ELECTRO GALVANIZED ASTM B 633. SIZE AS INDICATED.
C. DOUBLE TEE FLANGE EDGE CONNECTIONS, STAINLESS STEEL ASTM A 666 TVPE 304L.
3A.8 BEARING PADS
A. DOUBLE TEES: RANDOM ORIENTED FIBER, 3/8" THICK, MINIMUM.
B. BEAMS PREFORMED FABRIC PADS 1/2" THICK, MINIMUM.
G SHIM PADS SHALL BE AASHTO GRADE NWPRENE, SHORE HARDNESS 50.
�. SHIM STOCK ULTRAHIGH MOLECULAR WEIGHT HIGH OENSITV POLVETHVLENE RESIN.
3A.9 GROUT
A. ASSPEqFIEDUNDERCAST-IN-PLACECONCRETE.
3A.10 GENERALPREGASTCONCRETE
A. ALL WELDS SHALL BE E�OXX LOW HVDROGEN ELECTRODES, 1/4" MINIMUM. STAINLESS STEEL ELECTRODES TO
BE TYPE 308L OR 34].
6. HIGH-STRENGTH BOLTS TO BE ASTM A 325 TVPE 1, HOT-DIP GALVANIZE� 3l4" DIA. UNLE55 OTHERW ISE NOTED
ON DRAW WGS.
G FOR POCKETE� SPANDREL BEAMS WHICH SUPPORT TEE STEMS, PROVIDE EMBEDDED BEARING PLATE (OR
ANGLE) AT BASE OF ALL POCKETS.
�. FORLEDGERSPAN�RELBEAMSANOINVERTEDTEEBEAMSWHICHSUPPORTTEESTEMS,PROVIDEEMBE�DED
BEARING PLATE (OR ANGLE) IN BEAM LEDGE UNDER ANV TEE STEM W ITH ULTIMATE LOAD REACTIONS EQUAL TO
OR GREATER THAN 33 KIPS.
E. AT ALL INVERTED TEE ANO SPANDREL BEAM MEMBER END BEARINGS PROVIDE BEARING PLATES IN BOTTOM OF
THE BEAM MEMBER AN� IN TOP OF SUPPORTING HAUNCH (3/8" MIN. THICK).
E OPENINGS LESS THAN 101NCHES ROUND OR SQUARE SHALL BE LOCATED AND RELD DRILLED OR SAW CUT BV
TRA�E REQUIRING OPENING AFTER MEMBER IS ERECTED. SUCH OPENINGS SHALL BE COORDINATED BV
CONTRACTORAND RECEIVE PRIORAPPROVAL BV P/C MANl1FACTURER AND ENGINEER.
G. PROVIDE ONE INCH QEARANCE FOR DOUBLE TEE FLANGES AROUND COW MNS.
H. ALL OOUBLE TEES SHALL RECEIVE A 31NCH COMPOSITE TOPPING, PWS CONCRETE WASH THICKNESSES AS
INDICATED ON DRAW INGS.
I. DO NOT USE DRILLED-IN ANCHORS OR POWER �RIVEN FASTENERS IN PRESTRESSED CONCRETE.
J. DO NOT EMBED CONDUITS IN CONCRETE FLOOR TOPPING.
K. DRAWINGS�ONOTINCWDENECESSARVCOMPONENTSFORSAFETVOFBUILDINGOREQUIPMENT�URING
CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO CONSTRUCTION, ERECTION
METHODS, BRACING, SHORING, RIGGING, GUVS, SCAFFOLDINQ PoRMWORK, AND OTHER WORKAIDS REQUIRED
TO SAFELY PERFORM WORK INDICATED. PROVIDE ADEQUATE SHORING AND BRACING DURING CONSTRUCTION
ASNECESSARV.
�NISION 04 - MASONRV
4.1 ALL DESIGN AND GONSTRUCTION SHALL BE IN ACCORDANGE WITH THE FOLLOWING:
A. ACI530-11
6. ACI530.1-11
C. REFER TO DIVISION 4 SPECIFICATIONS FOR WFORMATION NOT LISTED HEREIN
4.2 GONGRETE UNIT MASONRY
A. HOLLOW AND SOLID LOAD-BEARING UNITS ASTM C 90, GRADE N, TYPE I.
6. NETAREACOMPRESSIVESTRENGTHOFCONCRETEMASONRVUNITS2800P51.
G NETAREACOMPRESSNESTRENGTHOFMASONRVFM=2000PSI.
D. REFERTOARCHITECTUR4LDRAWINGSFORFlRERATINGREQUIREMENTS.
4.3 MORTAR
A. MORTAR, ASTM C 2I0, TVPE S, MINIMUM COMPRESSNE STRENGTH 1800 PSI.
4.4 GROUT
A. GROUT, ASTM C 476, F'C = 2000 PSI.
4.5 REINFORCING STEEL
A. REFER TO SPECIFlCATION SECTION 032000 FOR REMFORCING STEEL
4.6 MASONRV ACCESSORIES
A. JOINTREMFORCEMENT,ASTMA829-GAGEGALVAMZE�LADDERTYPEATi61NCHE5OC.
B. ANCHORSANDTIES�.
1. SLOT$ 20 GAGE GALVANRED
2 ANCHORS, 3I161NCH DIAMETER WIRE TIE WITH 12 GAGE DOVETAIL
G CONTROL JOINTS SOLID RUBeER OR PVC STRIPS
D. BON� BREAKER 15 LB ROOFlNG FELT.
E. MEMBRANEFLASHING20MILPVC.
4.7 GENERAL-MASONRV
A. MASONRV CONTROL JOINTS SHALL BE SPACED AS FOLLOWS OR AS INDICATED ON DRAW WGS:
1. MAXIMUM OF 4 FEET FROM CORNERS
2 MAxIMUMOF24FEETOL.
3. AT ALL CHANGES IN WALL HEIGHT OR THICKNESS
4. ATABUTMENTOFWALLSTOCOLUMNS
5. ALIGN JOMTS IN MASONRV W/ JOMTS IN SUPPORTING CONCRETE WALL WHERE APPLICABLE
" '""TH GROUT AND REMFORCE� WITH A MINIMUM OF TWO #4 CONTINUOUS OR AS
RELEASEO FOR CONSTRUCTION �. BOND BEAMS INTERSECTAT CORNERSAT DIFFERENT ELEVATIONS, RUN
:R FOR TWO BLOCK LENGTHS MINIMUM BEFORE TERMINATING.
Suhjec� �o compliance with all regula�ions
o4S�a�eantlLocalCodes -ARINGOF6INCHES.
fHE TOP OF ALL NON-BEARING INTERIOR MASONRV WALLS AND THE
CityofCarmel =,
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onrE: 06/11 /20
DIVISION OS - METALS
54 ALL OESIGN AND CONSTRUCTION SHALL BE IN ACCOR�ANCE WITH THE FOLLOWING:
A. AISC 360-10
B. AISC341-10
C. REFER TO SPECIFlCATION SECTION 051220 FOR WFORMATION NOT LISTED HERBN
5.2 W-SHAPES, ASTM A992, GRADE 50
S.J CHANNELS ANGLES, M-SHAPES, S-SHAPES, ASTM A 36
5.4 PLATES AND BARS, ASTM A 36
5.5 CORROSION�RESISTING STRUCTURAL STEEL, ASTM A 568, GRADE 50
5.6 XOLLOW STRUCTURAL SECTIONS, ASTM A 500, GRADE C OR ASTM A 1085, GRADE A
5.1 CORROSION-RESISTING COLD-FORMED STEEL TUBING, ASTM A 84]
5.8 STEEL PIPE, ASTM A 53, TVPE E OR S, GRA�E B STANOARD WEIGHT.
5.9 ALL WELDING SHALL BE MADE WITH E]OXX LOW HVDROGEN ELEGTROUES AND SHALL GONFORM TO TXE LATEST
EDITION OF THE AMERIGAN WELOING SOGIETY SPECIFICATIONS. ALL WELDS SHALL BE PERFORMED BV AN AWS
CERTIFIED WELDER. CERTIFICATION SHALL BE APPROPRIATE FOR WELDING METHOD AND POSTION.
5.70 BOLTED CONNECTIONS SHALL BE MADE USING ASTM A 325-N 3/41NCH DIAMETER HIGH STRENGTH BOLTS, NlITS, AND
WASHERS BEARING TVPE CONNECTION WITH THREADS INCLUDED IN SHEAR PLANE, OR ASTM A 325-SC FOR SLIP
CRITICAL CONNECTIONS OR AS INDICATED OTHERWISE ON DRAWINGS. TURN OF THE NUT METHOO.
A. FINISH: MECHANICALLY �EPOSITED ZINC COATING, ASTM B 645 CLASS 50.
5.77 SHEAR CONNECTORS ASTM A 708 GRADES 1015 THROUGH 7020, HEADEDSTUD TVPE, COLD-FINISHED CARBON STEEL:
AWS Di A TVPE A FOR DIA 7l4" TO 3/B" TYPE B FOR DIA 712" TO 7".
A. FINISH: MECHANICALLV DEPOSITED ZINC COATING, ASTM B 645 CLASS 50.
5.12 ANCHOR BOLTS, ASTM F 1554 GRAUE 36 UNO
A. NUTS. ASTM A 563 HEAVV HEX CARBON STEEL
B. PLATE WASHERS, ASTM A36
C. WASHERS,ASTMF436
D. FINISH�. HOT-DIP ZINC COATWG, ASTM A 153 CLASS C.
5.13 CONNEGTIONS NOT DETAILED ON DRAWINGS SHALL BE DESIGNED BV FABRIGATOR IN ACGORDANCE WITX AISG
SPEdFICATIONS
5.14 USE STANDARD AISC DOUBLE ANGLE GONNECTIONS WHERE POSSIBLE. SHOP GONNEGTIONS NOT SPEGIFICALLY
DETNILED ON DRAWINGS SHALL BE BOLTED OR WELOED. FIELD CONNEGTIONS SHALL BE BOLTEO UNLE55
SPECIFICALLY DETAILED OTHERWISE.
5.15 WHEN NO REACTIONS ARE INDICATED, OESIGN CONNECTIONS TO SUPPORT A REACTION VALUE EOUAL TO ONE HALF
THE AISC TABULATED ALLOWABLE UNIFORM LOAD VALUE (6 KIPS MINIMUM)
5.16 NO SPLICES IN COLUMNS WILL BE PERMITTED IINLE55 SPECIFICALLY NOTED ON ORAWINGS
DIVISION OSA � MISCELLANEOUS METALS
SA.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCOR�ANCE WITH THE FOLLOWING:
A. AISC 360-10
B. AISC341-10
C. REFER TO SPEQFICATION SECTION O55]00 FOR WFORMATION NOT LISTE� HEREIN
SA2 W-SHAPES, ASTM A992, GRADE 50
5A.3 CHANNELS ANGLES, M-SHAPES, 5-SHAPES, ASTM A 36
SA.4 PLATES AND BARS, ASTM A 36
A. ANCHORS FOR EMBEDS SHALL BE AS FOLLOWS, AS INDICATED ON DRAW INGS:
1. HEADED STUD ANCHORS: ASTM A 108 GRA�ES 7015THROUGH 1020, HEADED-STUD TVPE, COL�-RNISHED
CARBON STEEL AW S D1.1, TVPE A FOR DIA i l4" TO 3l8", TVPE B FOR DIA 1/Y' TO 1".
i. MANUFACTURERTOPROVIDEAUTOMATICSTUDWELD
2. DEFORMED BAR ANCHORS: ASTM A 496, AWS D1.1, TVPE C STUDS .
i. MANUFACTURERTOPROVIDEAUTOMATICSTUDWELD
3. DEFORMED BAR ANCHORS: LOW ALLOV W ELDABLE REINFORCEMENT, ASTM A 706 GRADE 60
i. E]0 ELECTRODES ARE NOT PERMITTED FOR GR 60 REWFORCEMENL FOR
DEFORMEO BAR ANCHORS PERPENDICULAR TO ANCHORING PLATE, THE FOLLOWING
MINIMUM ALL-AROUND FlLLET WELDS SHALL BE PROVIDED USING E80 ELECTRODES:
#3-il4;it4-i14;#5-5/16;#6-3/8;#]-]/16;#8-12
SA.S STAINLESS STEEL SHEET STRIP, PLATE, AND FLAT BARS, ASTM A 666, TYPE 304
5A.6 STAINLE55 STEEL BARS AND SHAPES, ASTM A2]6, TVPE 304
SA.] STEEL PIPE, NSTM A 53, TYPE E OR 5, GRADE B STANOARD WEIGXT.
SA.B HOLLOW STRUCTURAL SECTIONS, ASTM A 500, GRADE C OR ASTM A 1085, GRADE A
5A.9 ALL WELDING SHALL BE MADE WITH E]0%X LOW HVOROGEN ELECTRODES ANO SHALL CONFORM TO THE LATEST
EDITION OF THE AMERICAN WELOING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE PERFORMED BV AN AWS
CERTIFIEO WELDER. CERTIFICATION SHALL BEAPPROPRIATE FOR WELDING METHOD AND POSITION.
SA.10 BOLTEU CONNEGTIONS SHALL BE MADE USING ASTM A 325 XIGX STRENGTX BOLTS OR ASTM A 30], GRADE A,
CARBONSTEELBOLTS
SA.11 ANCHOR BOLTS, ASTM F 1554 GRADE 36 UNO
A. NUTS, ASTM A 563 HEAVV HEX CARBON STEEL
B. PLATEWASHERS,ASTMA36
C. WASHERS: ASTM F 4336 HOT-0IP ZINC COATING, ASTM A 153 CLASS C.
SA.72 SURFACE FINISH FOR STEEL MISCELLANEOUS METAL WORK SHALL BE:
DESCRIPTION SURFACE FINISH
MISC FRAMES AND SUPPORTS HOT-DIP GALVANRED
FAQAOESUPPORTFRAMING HOT-0IPGALVANRED
GARAGEENTRYIEXITCANOPIES HIGH-PERFORMANCECOATWGS
EMBED PLATES HOT-DIP GALVANRED
ELEVATOR OIVIDER BEAMS HOT-0IP GALVANRED
ELEVATOR HOIST BEAM HOT-oIP GALVANrzEo
ELEVATOR PIT LADDER HOT-DIP GALVANRED
STEEL PIPE BOLLARDS HOT-0IP GALVANIZE� AND PAWTED
SILL ANGLES HOT-DIP GALVANRED
DIVISION OSG � METAL DECKING
SC.7 METAL DECK SHALL COMPLV WITH STEEL DECK INSTITUTE'S SPECIFICATIONS.
SC.2 METAL DEGK SHALL BE OIAPHRAGM WELDED PER MANUFAGTURER'S REGOMMENDATIONS.
5C3 METAL OECK SHALL BE CONTINUOUS OVER THREE SPANS FOUR SUPPORTS UNLE55 NOTEO OTHERWISE.
( �
SC.4 DESIGN AND CONSTRUCTION STANDARD - DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS.
REFER TO SPECIFICATION SECTION 053720 METAL DECKING FOR INFORMATION NOT LISTED HEREIN.
5Q5 METAL ROOF OECK SHALL BE WIOE RIB UECK, GALVANRED.
SC.6 METAL COMPOSRE FLOOR DECK SHALL BE GALVANIZED.
DNISION O6 - WO00, PLASTICS, AND COMPOSITES
DIVISION 0] - THERMAL AND MOISTURE PROTECTION
7.7 CONCRETESEALER
A. WNCRETE SEALER SHALL BE APPLIED TO ALL SLAB ON GRADE AND SUPPORTED SLAB SURFACES AND
EXTENDED UP VERTICAL SURFACES 241NCHE5.
].2 TRAFFIC-BEARING MEMBRANE (DECK COATING)
A. TRAFFIC-BEARING MEMBRANE SHALL BE HEAVV Dl1TV AND APPLIED TO ALL SUPPORTED SLAB Sl1RFACES AND
EXTENDED UP VERTICAL SURFACES4INCHES, INCLUDING WALLS, PANELS, COLUMNS, WRBS, PIPES, ETC., AS
INDICATED ON DRAW IN6S.
].3 JOINT SEALANTS
A. ALLJOMTS BETWEEN STRUCTURAL (AND ARCHITECTUR4L) MEMBERS SHALL BE PROPERLV PREPAREDANO
FlLLED W ITH JOINT SEALANT UNLESS NOTED OTHERW ISE. ALL JOINT E�GES, INCLUDING TOP AND BOTTOM OF
HORIZONTAL SURFACES AND BOTH FACES OF VERTICAL SURFACES, SHALL BE FORMED OR TOOLED AS
REQUIRED. JOINT SEALANT SHALL BE APPLIED ONLV TO TOP OF HORIZONTAL SURFACES, AND BOTH FACES OF
VERTICAL SURFACES UNLESS NOTED OTHERW ISE ON DRAW INGS.
B. JOINTSTOBEPREPAREDAN�FlLLEDWITHJOINTSEALANTSHALLINCWDEBUTARENOTLIMITEDTO,
CONSTRUCTION JOINTS, CONTROL JOINTS, ISOLATION JOMTS, AND ALL INTERFACE JOINTS BETWEEN SIMILAR
AND DISSIMILAR MEMBERS. SPEQRC LOCATIONS MAV BE INDICATED ON DRAW INGS OR MAY BE REQUIRED BV
SHOP �RAWINGS OR MAV OCCUR �UE TO CONSTRUCTION SEpUENCE SELECTED BV CONTRACTOR.
DNISION 31 - EARTHWORK
31.1 FOUNDATION DESIGN CAPACITIES
DESCRIPTION CAPAQTV
A. SPREAD FOOTINGS ON RAMMED AGGREGATE PIERS 6000 PSF (NET)
B. STRIP FOOTINGS ON RAMMED AGGREGATE PIERS 6000 PSF (NET)
C. FOOTINGSONNATURALSOILORENGINEEREOFlLL 2500PSF(NET)
312 SOIL LATERAL LOADS
A. AT-REST PRESSURE 5625 PSFIFT (BACKRLL= INDOT NO 53, N0.
5, OR N0. 8 COARSE AGG)
6. PASSIVEPRESSURE 500.0 PSF
31.3 GENERAL-SREWORK
A. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GWTECHNICAL
EVALUATION REPORT "PROPOSED FRANqSCAN ORTHOPE�IC CENTER OF EXCELLENCE W EST OF U.S. ROUTE 31
AND SOUTH OF WEST 111TH STREET CARMEL, IN", DATED MARCH 12, 2019, PREPARED BV ATC.
B.
C.
D.
E.
F.
G.
H.
SHALLOW SPREA� PoOTINGS TO BEAR ON NATURAL SOIL IMPROVED W ITH RAMMED AGGREGATE PIERS,
UNLESS NOTED OTHERWISE. DESIGN OF RAMMEDAGGREGATE PIERS SHALL BE SUBMITTED FOR RECORD AND
SHALL BE PREPAREO. SIGNED AND SEALED BV A PROFESSIONAL ENGMEER IN THE STATE OF INDIANA. ALL
OTHER BEARING TO BE ON UNDISTURBED NATURAL SOIL OR COMPACTED RLL PROOF ROLL AND PLACE
ENGINEERE� FlLL IN ACCORDANCE W ITH GEOTECHNICAL EVALUATION REPORT. SLAB ON GRADE TO BE ON 6
INCHES MINIMUM OF COMPACTED GRANULAR SUBBASE.
ALL MATERIALS TO BE COMPACTE� STANDARD PROCTOR ASTM D 698. TESTING LABORATORY TO VERIFV
ADEQUACV OF SUBGRADE PREPARATION, FlLL MATERIAL AND COMPACTION AS FOLLOWS:
1. BWLDING SLABS SUPPORTED ON GRADE:98 0
2. PAVWGANDWALKS:98%
3. AREASOFGENERALGRADINGANDEXTERIORMECHANICALANDELECTRICALBACKFlLLING:95%
BASE OF EXPOSED FOUNDATIONS SHALL BE PLACED A MINIMUM OF 36INCHES BELOW ADJACENT GRADE FOR
FROST PROTECTION. SUBGRADE IF FROZEN SHALL BE THAWED TO A VERIFIED DEPTH OF 36INCHES.
ALL FOUNDATIONS, EARTHWORK, EXCAVATION, BACKFILL, AND SUBGRADE DRAINAGE SHALL BE SUBJECT TO
OBSERVATION BV GEOTECHNICAL ENGINEER, WHOSE APPROVAL IS REpUIRED PRIORTO PLACEMENT OF
CONCRETE. COORDINATESCHEOl1LETOFACILITATEO6SERVATION.
DETERMWE M FIELD HORIZONTAL AN� VERTICAL LOCATION OF ANV EXISTING UTILITV LMES ANDIOR
APPURTENANCES AND AOVISE ENGMEER OF ANY CONFLICTS W ITH NE W STRUCTURE PRIOR TO
CONSTRUCTION. DO NOT DESTROV ANV EXISTING UNDERGROUND STRUCTURES UNLESSAUTHORIZATION IS
OBTAMED PRIOR TO CONSTRUCTION.
MAINTAIN SAFETV IN CONNECTION WITH EARTH SLOPES CAUSED BV TRENCHING, EXCAVATION, AND/OR RLL
Dl1RING CONSTRUCTION. WHERE HEIGHT OF SUCH SLOPES WILL EXCEED 8 FEET, SUBMIT FOR RECORD A
DETAILED PLAN INDICATING �ESIGN OF SOIL RETENTION SYSTEM WHICH WILL BE IMPLEMENTED (SUCH AS
SHEETING AND SHORING OR OTHER METHODS�, PREPARED, SIGNED, AND SEALED BYA GEOTECHNICALANDIOR
STRUCTURAL ENGWEER REGISTERED IN STATE WHICH PROJECT IS LOCATED.
ANY lINUSUAL SOIL CONDITIONS (WATER, SOFT LAYERS, O�ORS, ETC.) ENCOUNTERE� DURING EXCAVATION
FOR FOUNDATIONS SHOULo eE IMMEDIATELV BROUGHT TO ATTENTION OF GEOTECHNICAL ENGWEER.
ABBREVIATIONS
ADOL =
ALT =
ARGX =
eo_ _
BOT =
BRG =
CIP =
CJ =
GLR =
cmu =
COL =
CONC =
CONN =
CONT =
DBA =
DET =
DIA -
DINPH =
DWL =
EA =
EC =
EE _
EF =
EL =
ELEC =
ELEV =
EQ =
EW =
EXIST =
EXP =
FD =
FDN -
FT =
FTG =
GA =
GALV =
GC =
GG85 =
HK =
HORIZ =
HSA =
IP =
JT =
LT WALL =
MECH =
MFR =
MIN -
NOM =
NSNS =
NTS =
OC =
OH =
OPG =
PCC =
PT =
RD =
REINF =
REpD =
RO =
SEGT =
SIM =
SOG =
SPEG =
55 =
STD -
STL =
TD =
TO _ _
TOB =
TOC =
TOF -
TOS =
TOW =
TEMP =
TVP =
UNO =
VERT =
VIF =
WI =
WWF =
2RC =
ACI 318-71 REBAR DEVELOPMENT 8 SPLICE LENGTHS
ADDITIONAL
ALTERNATE
ARCHITECTl1RAL
BOTTOM OF_
BOTTOM
BEARING
CAST-IN-PLACE CONCRETE
CONSTRUCTION JOINT
CLEAR
CONCRETE MASONRV UNIT
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
DEFORMEDBARANCHOR
DETAIL
DIAMETER
DIAPHRAGM
DOWEL
EACH
EPDXVCOATED
EACH END
EACHFACE
ELEVATION
ELECTRICAL
ELEVATOR
EQUAL
EACH WAV
EXISTING
EXPANSION
FLOOR DRAIN
FOUNDATION
FOOT
FOOTING
GAUGE
GALVANIZED
GENERALCONTRACTOR
GROUNDGRANULATEDBLAST-FURNACESLAG
HOOK
HORIZONTAL
HEADEDSTU�ANCHOR
INFLECTION POINT
JOINT
LIGHT WALL
MECHANICAL
MANUFACTURER
MINIMUM
NOMINAL
NON-SHRINK, NON-STAIN
NOT TO SCALE
ONCENTER
OPPOSITE HAND
OPENING
PRECASTCONCRETE
POST-TENSIONED
ROOF DRAIN
REINFORCING
RE�UIRED
ROUGH OPENING
SECTION
SIMILAR
SLAB ON GRADE
SPECIFICATION
STAINLESS STEEL
STANDARD
STEEL
TRENCH DRAIN
TOP OF _
TOPOFBEAM
TOPOFCONCRETE
TOP OF FOUNDATION
TOP OF SLAB
TOP OF WALL
TEMPERATURE
TVPICAL
UNLESS NOTED OTHERWISE
VERTICAL
VERIFV IN FIELD
W ITH
WELDED WIRE FABRIC
ZINC RICH COATING
dass A Lap Splice Lengths (Development Lengihs)
fc 4000 psi fc 4500 psi fc 5000 psi fc 6000 psi
fy fi0 ksi fy 60 ksi fy 60 ksi fy 60 ksi
Bar Size
Top Others To Others To O� ebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar
poxy oate e a� on- oa�e e ar hers Top Others Top Others Top Others Top Others Top Others
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U42•9•• Z• 5,• z�-�• �• �• Z•T• 2�3• z• �•• �•6•• 2'-5" 2•2•• 1'41• �,-5• Z•3•• Z• �• �•9• ��-4•
MS 3• 5•• 3'-0" T-]" 2'-0" 3'3" 2'40" T-6" 1'-11•• 3• 1• 2• 8• 2'-4" 1'-10• 2• 9• 2• 6• 2• 2,• 1• 8••
ft6 4�_i" 3'-T' 3'-1" 2'-5' 3'-10'• 3' S" 2'_11" 7_9" 3� 8" 3� 3" 2'-00" 2'-2" 3'-0" 2'-11" 2_T� 2� tl�
#7 5'-11" 5'-3" 4'-6" 3'-6" 5'-7" 4'-11•• 4•3•• 3•4•• 5�-0, 4•8• 4•1•• 3,-2" 4•10" 4•3•• 3'-9" 2'40"
M8 6• 9• 6• �,• 5• Z•• 4• 0• 6• 5•• 5� 8• 4• � �• 3• 9• 6• �• 5•-4•• 4• 8•• 3, �• 5• 6•• 4'-11•• 4• 3,• 3• 3••
it9 T_T� 6'-9" 5'-10" 4'_6" T_2'• 6' 4" 5'_6" 4'-3" 6'-10" s� tl� 5�3• 4�_0• 6�3" 5�_6" 4�_9" 3� 8"
#10 8• T• T T• 6�-�• 5• �• 8• �•• ��-Z• 6• Z•• 4• 9•• 7'-8" 6• 9•• 5'41•• 4,-6• T 0•• 6• 2•• 5• 4,• 4�-2•
#11 9• 6•• 8'-5" ]'3" 5'-]" 9'-0" T-11" 6'-10• 5• 4•• 8•6• T 6•• 6• 6•• 5, �• T 9•• 6'-10" 5'-11•• 4• T•
dass B Lap Splire Lenglhs
fc 4000 psi fc 4500 psi fc 5000 psi fc 6000 psi
BarSize � fi0 ksi fy 60 ksi fy 60 ksi fy 60 ksi
Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar
Top Others Top Others Top O[hers Top Others Top Others Top Others Top Others Top Others
#3 Y_8" 2�_4" 2� 1" 1'_T' 2'_6'• 2' 3" 1'_11" 1�_6" 2� 5" 2� 1" 1'-00" 1' S" 2'_2" 1'-11" 1�_8" 1� 4"
p4 3•6•• 3'4" 2'-9" 2'4" 3'-4" 2'-11" 2'4" 2'-0" 3'-2" 2'40" 2'-5" 1'-11" 2'-11" 2•7•• 2•3,• 1'-9•'
MS 4• 5•• 3'-11•• 3• 5• Z• T• 4• z•• 3� 8• 3• 2• P-6" 3'-11,• 3• 6•• 3• �• 2, 4• 3• T• 3• z• 2• 9• 2•2••
it6 53" 6_8" 4� 1" 3'_i" S_0'• 4' S" 3'_10" 2' 11" 4� 9• 4� 7� 3'-e" 2'-10" 4�-0" 3'-00" 9�_P� 2� T�
#7 7• 8•• 6'-9" 5'-11• 4• 8•• T 3•• 6'-5" 5• 7•• 4'-3" 6'-11• B• 1•• 5• 3•• 4,-1" 6• 3•• 5'-7" 4'-10•• 9�-9•
M8 8• 9•• ]'-9" 6'-9" 5'-P' 8'3" ]'-4" 6'-0" 4'-11" ]'40" 6'-11• 6• �•• 4, B• T 2•• 6• 4•• 5• 6,• 4• 3••
ft9 9'-01" e'-9" ]'-]" 5-00" 9'_4'• e' 3" T_2" 5-6" 8'-10" T-00" 8�_9" S_3• &_i" T_2� 8�_T� 4� 9"
#10 11• 2•' 9'-10•• 8�-6• 6• T• ��• 6• 9�3• 8• �• 6• z•• 10• 0'• 8'40" 7'-8" 5'-11•• 9• �•• 8• �•• T Q,• 5�-4•
#11 iT 4•• 10• 11• 9•6•• T 3•• 11• 8•• 10• 3•• 8'-11" 6' 10•• 11• 1,• 9'-9" 8'-6" 6'-6" 10'-1" 8'-11" ]'-9" 5'-11"
NOTES:
1 Top bars are tlefined as horimntal bars with more ihan 12' of fresh concrete cast below bars.
2 When hvo tlifrerent size bars are lapped toge�her, �he lap leng�h shall be the larger of the developmen� leng�h of �he larger bar or Me Class B lap length of �he smaller bar.
3 If neilher of the two following criteria are met multiply the lengih shown in ihe table by 1.5:
Clear spacing of bars being tleveloped or splicetl not less than tlb, clear cover not less [han tlb, antl stirrups or [ies [hroughout Id not less than [he cotle minimum
Clear spacing of bars being tleveloped or spliced no� less Man 2db and clear cover not less �han db
4 Por bundled bars, mWliply the lengih shown in ihe lable by 120 for 3 bar bundles or 1.33 for 4 bar bundles. Do nol bundle more ihan 4 baro.
MSKTD
& Associates
ArchitecNre I Engineering I Interior Design
1115 Magnavox Way 930 Nohh Meridian
Fort Wayne, IN 46804 I Indianapolis, IN 46204
260432.9337 31I.917.1190
www mskitl com
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WGIo
8910 Purdue Rd, Suite 400
Indianapolis, IN 46268
Phone No. 317.735.3349
www.wginacom
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PE103000
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PROJECTNO. DATE
7382 10/11 /2019
REV. DATE
SET DESCRIPTION
BP #4 - Garage /
Bridge
Structural Package
SHEET TITLE
GENERALNOTES-
STRUCTURAL
SHEETNUMBER
S-002